RM E Prestressing Basic Part1 AASHTO
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Transcript of RM E Prestressing Basic Part1 AASHTO
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RM Bridge Professional Engineering Software for Bridges of all Types
RM Bridge V8i
December 2011
TRAINING PRESTRESSING BASIC
ANALYZER PART 1: AASHTO
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO I
Bentley Systems Austria
Contents
1 General ................................................................................................................... 1-1
1.1 Starting the Program ...................................................................................... 1-1
1.2 Subjects Covered in this Training .................................................................. 1-1
2 General Example Data ........................................................................................... 2-1
2.1 Structural Model ............................................................................................ 2-1
2.2 Cross-Section ................................................................................................. 2-3
2.3 Substructure ................................................................................................... 2-5
2.4 Pre-Stressed Tendon Layout for Internal Tendons ........................................ 2-6
3 Lesson 6: Analyzer ................................................................................................ 3-1
4 Lesson 6: Tendon Definitions ................................................................................ 4-3
4.1 Tendon Material Import ................................................................................. 4-3
4.2 Definition of Tendon Groups ......................................................................... 4-4
4.3 Assign the Tendon Group to the Elements .................................................... 4-5
4.4 Definition of the Cable Geometry ................................................................. 4-6
4.5 Definition of the Tendon Stressing Schedule ................................................ 4-9
5 Lesson 7: Load Management ................................................................................. 5-1
6 Lesson 8: Load Definitions .................................................................................... 6-3
6.1 Definition of Load Cases for Self Weight ..................................................... 6-3
6.2 Definition of Load Cases for the Additional Loads ....................................... 6-5
6.3 Definition of Load Cases for the Tendons ..................................................... 6-6
6.4 Definition of Load Cases for the Creep and Shrinkage Effects ..................... 6-7
7 Lesson 9: Definition of Construction Stage 1 ........................................................ 7-1
7.1 Creation of construction stages ...................................................................... 7-1
7.2 First construction stage .................................................................................. 7-2
7.2.1 Activation ................................................................................................... 7-2
7.2.2 Schedule actions calculations ................................................................. 7-2
8 Lesson 10: Definition of Construction Stage 2 ...................................................... 8-1
8.1 Element Activation ........................................................................................ 8-1
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO II
Bentley Systems Austria
8.2 Calculation (Static) ........................................................................................ 8-1
9 Lesson 11: Definition of Construction Stage 3 ...................................................... 9-2
9.1 Element Activation ........................................................................................ 9-2
9.2 Calculation (Static) ........................................................................................ 9-2
10 Lesson 12: Definition of Final Stage (Creep) ...................................................... 10-3
10.1 Calculation (Static) ...................................................................................... 10-3
11 The Calculation .................................................................................................... 11-4
11.1 Calculation options ...................................................................................... 11-4
11.2 Special settings ............................................................................................ 11-5
12 Result presentation ............................................................................................... 12-7
12.1 Possibilities in presentation of results .......................................................... 12-7
12.2 Diagram creation via RM-Sets .................................................................... 12-8
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RM Bridge G e n e r a l
Training Prestressing Basic ANALYZER Part 1: AASHTO 1-1
Bentley Systems Austria
1 General
The understanding of basic definitions and concepts as given in the Getting Started ex-
ample is assumed in the following example.
The principles shown in the Getting Started example for Modeler and Analyzer:
Defining the structural model
Defining a tendon geometry
Defining loads
Defining a traffic loading case
Defining a construction schedule
Running the calculation
Viewing the results
Fiber stress check
Ultimate load check
Shear capacity check
1.1 Starting the Program
The program installation must be completed before any work can be started. The instal-
lation procedure automatically creates the following icon on the desktop:
To start the program, use the desktop icon or select the icon from the Windows Start
menu at All Programs, Bentley.
1.2 Subjects Covered in this Training Detailed modeling in Modeler (temperature points + pier and support condi-
tions).
Load definition for three construction stages.
Traffic loading case definition in accordance with AASHTO.
Construction schedule definition for the three construction stages.
Making the structural analysis.
Calculation result viewing.
Fiber stress check.
Ultimate load check.
Shear capacity check.
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RM Bridge G e n e r a l E x a m p l e D a t a
Training Prestressing Basic ANALYZER Part 1: AASHTO 2-1
Bentley Systems Austria
2 General Example Data
In this example, a three span bridge is presented with a hollow box girder. It is built
span by span in three construction stages.
Figure 2-1: 3D-view of the bridge.
The span lengths of the pre-stressed concrete girder are 40m, 60 m and 40m. The height
of the box cross-section is variable along the curved bridge axis.
2.1 Structural Model
40m 60m 40m
10x4m 10x4m 15x4m
A4 A1 A2 A3
20m
Figure 2-2: Structural model.
System axis: Horizontal plan
1.Part: Straight Line: Station: 0-20 m
2.Part: Spiral: A=100, RENDE=200m: Station: 20-70 m
3.Part: Circle: R=200: Station: 70-140 m
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Training Prestressing Basic ANALYZER Part 1: AASHTO 2-2
Bentley Systems Austria
System axis: Vertical plan
1.Part: Line: dXabsolute=65m, dZabsolute= 1.083m Station: 0-65 m
2.Part: Line: dXdifference=75m, dZabsolute= -0.2924m Station: 65-140 m
Rounding with Insert parabola by intersection R=2000m
Pier at A2:
Height: 20m (4 Elements each 5m).
Pier at A 3:
Height: 20m (4 Elements each 5m).
Numbering system:
Node numbers (span) : 101-111-126-136
Element numbers (span) : 101-110,111-125,126-135
Active elements:
Construction Stage 1: 101-113, 1100-1103, 1200-1204
Construction Stage 2: 114-128, 1300-1304
Construction Stage 3: 129-135, 1400-1403
10x4m
40m 60m 40m
10x4m 10x4m 15x4m
A4 A1 A2
A3
40m
10x4m
A2 12m
40m 60m
15x4m
A1 A2 A3
Stage 1:
A1
Stage 2:
12m
Stage 3:
113
135
128
Figure 2-3: Construction stages.
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RM Bridge G e n e r a l E x a m p l e D a t a
Training Prestressing Basic ANALYZER Part 1: AASHTO 2-3
Bentley Systems Austria
Axis 1 Axis 2
1102
X
Z
1101
1402
1401
101-110
Axis 3 Axis 4
111-125 126-135
Figure 2-4: Support definition.
2.2 Cross-Section
Y
Z
13,0 m
6,5 m 6,5 m
3,00 m 3,00 m
5,0 m
0,20 m
1,50m 1,50m
1,0m 1,0m
0,25m
h_cs_tab(sg)
d_bot_tab(sg) d_web_tab(sg)
0,40m
0,25m
0,90 m
4,0m 4,0m
0,40m 12,2 m
0,15 m
1,5m 1,5m
2,00 m 2,00 m
Figure 2-5: Main girder cross -section.
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RM Bridge G e n e r a l E x a m p l e D a t a
Training Prestressing Basic ANALYZER Part 1: AASHTO 2-4
Bentley Systems Austria
Node 0 Spring 1100
Node 1101 Spring 1102 Spring 1101
Y
Z
AXIS 1
2,40m 2,40m
Node 101
Figure 2-6: Definition of bearings at axis 1.
Node 0
Spring 1400
Node 1401 Spring 1402 Spring 1401
Y
Z
AXIS 4
2,40m 2,40m
Node 136
Figure 2-7: Definition of bearings at axis 4.
1.5m
Y
Z
5.0m
Figure 2-8: Pier cross-section.
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RM Bridge G e n e r a l E x a m p l e D a t a
Training Prestressing Basic ANALYZER Part 1: AASHTO 2-5
Bentley Systems Austria
Table 2-1: Spring constants.
Element CX [kN/m] CY [kN/m] CZ [kN/m] CMX [kNm] CMY [kNm] CMZ [kNm]
1100 1e8 1e8 1e8 1e8 1e8 1e8
1101 1e8 1e8
1102 1e8
1400 1e8 1e8 1e8 1e8 1e8 1e8
1401 1e8 1e8
1402 1e8
2.3 Substructure
seg
2
Pie
r 1
0
20m
Segment 1
Connection point
Start of segment 2
Axis 2
Connection point
1202
1203
Eccentric connection of the pier with the main girder
1204
111 seg1
1201
seg
2
Pie
r 1
Figure 2-9: Substructure Axis 2 Pier 1 (Segment2).
0
20m
Segment 1
Connection point
Start of segment 3
Axis 3
Connection point
1302
1303
Eccentric connection of the pier with the main girder
1304
126 seg1
1301
Seg
3
Pie
r 2
Seg
3
Pie
r 2
Figure 2-10: Substructure Axis 2 Pier 2 (Segment3).
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RM Bridge G e n e r a l E x a m p l e D a t a
Training Prestressing Basic ANALYZER Part 1: AASHTO 2-6
Bentley Systems Austria
2.4 Pre-Stressed Tendon Layout for Internal Tendons
Tendon 101 Tendon 102
Tendon 103
Clearance 40cm from top
Clearance 40cm from top
Clearance 20cm from bottom
Clearance 20cm from bottom
Clearance 20cm from bottom
12 m 16 m
140 m
12 m 18 m 12 m
40m 40m 60 m
12 m 18 m 12 m
101 123 104 108 111 114 118 126 133 135 129
16 m 12 m
Figure 2-11: Tendon arrangement
span 1: 101 (16 tendons) Ac=16cm2, duct area Ah=50cm
2 (Nodes 101-115)
span 2: 102 (16 tendons) Ac=16cm2, duct area Ah=50cm
2 (Nodes 108-129)
span 3: 103 (16 tendons) Ac=16cm2, duct area Ah=50cm
2 (Nodes 123-136)
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO 3-1
Bentley Systems Austria
3 Lesson 6: Analyzer
In the following chapters further inputs for the preparation of the project in the Analyzer
will be shown and explained.
Before continuing with the input it is recommended to recalculate the project the sys-tem which was exported to the Analyzer. This step is necessary because on the one hand
it will check the data and on the other hand it is necessary for geometry dependent in-
puts (e.g. referring to the center of gravity for the definition of the tendon geometry).
By clicking the Recalc button in the main input window (Analyzer) a new window with recalc options opens. For now only two recalc options should be activated Cross-section calculation and Structural check. However, it is possible to leave the default options. In this case you would see a warning that no stage is defined this is just information that no stage was calculated because no stage (actions) is defined.
Figure 3-1: Recalculation window
After the calculation and refreshing of the 3D View (using free hand symbols or just a
small rotation of the system) the static model in the main window is updated (eccentrici-
ties, element axis, etc). By right clicking in the viewing window, the view options (last
button in the menu) can be defined (e.g. cross-sections, element bodies, tendons, etc).
All structure data defined in Modeler and exported to the Analyzer can be seen under
Properties or Structure in the Analyzer menu tree. It is possible to modify all this data
here. However, note that after each export of the data from Modeler to the Analyzer, the
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO 3-2
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modified structural data are overwritten. In this case all the modifications made in the
Analyzer are lost and have to be done once again if they were not saved by TCL export.
If the data/modifications were properly saved into a TCL, the TCL can be imported, and
the data will be overwritten once again. To simplify this process it is recommended that
any permanent changes to the structure are made in the Modeler.
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO 4-3
Bentley Systems Austria
4 Lesson 6: Tendon Definitions
In the following chapter, the definition for the tendons will be done. In the Modeler
most of the structure definitions are already done. The only structure definition which is
missing is the specification of the tendon layouts and the corresponding stressing proce-
dure.
4.1 Tendon Material Import
To define a tendon correctly a material is needed. All material used in Modeler were
also exported to the Analyzer and are saved to the project database
(Properties Material). The Tendon material has to be imported manually.
To load the material properties go to Menu File Load Default Properties or to menu tree Configuration Load Default Properties.
A new window opens.
In this window the Materials (or Variables) are copied from the program database (left
side of the window) to the project database (right side). There are different material
groups from which a certain material can be selected and copied to the project database.
Multiple selection of material is possible by using the space button.
Select appropriate material for pre-stressing (as it is shown in the figure below).
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RM Bridge
Training Prestressing Basic ANALYZER Part 1: AASHTO 4-4
Bentley Systems Austria
Figure 4-1: Load default properties importing material to the project database.
4.2 Definition of Tendon Groups
The tendon geometry will be simplified so that all the tendons positioned in the webs
will be grouped together and located in the middle of the cross-section. Due to that sim-
plification and the three construction stages only three tendons have to be defined.
Further simplification will be done based on the fact that the tendons overlap each other
on some intervals. For this reason only one tendon geometry (master tendon) has to be defined with the full 3D geometry over the whole length of the structure. Then the
individual tendon groups can be defined using the geometry of the master tendon. These tendon groups are called slave tendons.
This procedure will be used mainly for preliminary designs where the tendon geometry
has to be designed. The advantage is that you can change the geometry of all tendon
groups by changing only the master tendon.
Open the list for the definition of tendons under Structure Tendons Ele-ment Assignment.
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Training Prestressing Basic ANALYZER Part 1: AASHTO 4-5
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Select the insert after button to open the input window for master tendon and tendon group definition.
Input the data as shown in the table below.
Definition of Tendon Groups
Structure Type Type - internal Type - internal Type - internal Type - internal
Tendon
geometry Master profile Slave profile Slave profile Slave profile
Tendons Orginal
Geometry - 1 1 1
TndNum 1 101 102 103
Element Assign-
ment Material
AASHTO_LRF
D:_PTtendGr270
AASHTO_LRF
D:_PTtendGr270
AASHTO_LRF
D:_PTtendGr270
AASHTO_LRF
D:_PTtendGr270
Top Table Number 1 6 12 6
At [m2] 0.0016 0.0016 0.0016 0.0016
Ad [m2] 0.0050 0.0050 0.0050 0.0050
Beta
[Deg/m] 0.151 0.151 0.151 0.151
Friction 0.25 0.25 0.25 0.25
Descrip-
tion Master cable
Prestressing
cable 101
Prestressing
cable 102
Prestressing
cable 103
Note: More detailed information about the individual entries in the input window can be found by call-
ing the program help (F1).
4.3 Assign the Tendon Group to the Elements
Now the elements have to be assigned to the tendons. This is how the program gets in-
formation about which elements the tendon passes through.
Select the insert after button in the lower table to open the input window
The tendon groups are listed in the upper table and the elements to be assigned to the
selected tendon are displayed in the lower table.
Input the data using the information shown in the table below.
Input the Cable As-signment
STRUCTURE TdNum 1 101 102 103
El from 101 101 108 123
TENDON DATA El to 135 113 128 135
El step 1 1 1 1
EL. ASSIGNMENT
Bottom table
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4.4 Definition of the Cable Geometry
Now the actual geometry of the tendon will be defined. As already mentioned above, in
this example only the geometry of the master tendon will be defined. The salve tendons
will have the same geometry as the master tendon due to the definition above (slave
tendons with a reference to the master tendon).
Activate the master tendon in the upper list to start the definitions of the ten-don geometry.
Select the info button between the upper and lower list.
The input window for the graphical tendon geometry definition will be opened. Please
note that the graphical screen will be empty if you havent recalculated the cross-sections and the structure before. In this window the preview can be changed between
different views (CS view, elevation, plan, isometric and side elevation) that graphically
display the defined input.
Figure 4-2: Tendon geometry input window with graphical overview.
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Click the insert after button on the left bottom side of the screen to activate the
input field.
Define the tendon positions as it is shown in the table below.
The input for one tendon position is confirmed by clicking the APPLY button.
Input the Cable
Geometry
STRUCTURE TdNum 1
Ref. Elem. 101 104 108 111 114
TENDON DATA CS pnt - SP-B - SP-T -
X/L 0 0 0 0 0
GEOMETRY eY [m] 0 0.2 0 -0.4 0
eZ [m] 0 0 0 0 0
Bottom table Rel. to Elem CS pnt Elem CS pnt Elem
Alfa1 Free Value Free Value Free
Value - 0 - 0 -
Alfa2 Free Value Free Value Free
Value - 0 - 0 -
Rel. to Elem Node Elem Node Elem
Extern
TdNum 1
Ref. Elem. 118 123 126 133 135
CS pnt SP-B - SP-T SP-B -
X/L 0.5 0 0 0 1
eY [m] 0.2 0 -0.4 0.2 0
eZ [m] 0 0 0 0 0
Rel. to CS pnt Elem CS pnt CS pnt Elem
Alfa1 Value Free Value Value Free
Value 0 - 0 0 -
Alfa2 Value Free Value Value Free
Value 0 - 0 0 -
Rel. to Node Elem Node Node Elem
Extern
The tendon definition for the master tendon is now completed and will be displayed in the main graphic screen after calling redraw (freehand symbol V) or by rotating the system. The tendon profile is drawn in a turquoise color.
Note: More detailed information about the individual entries in the input window can be found by call-
ing the program help (F1).
The different ways of referring are shown more detailed in the figures below.
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Training Prestressing Basic ANALYZER Part 1: AASHTO 4-8
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Figure 4-3: Different references for the tendon position same tendon position but different eccentricities and different reference points.
Figure 4-4: Different references for the angle Alpha1 the same applies for Alpha2
CG
NODE
RP
Tendon position
CG
NODE
RP
Tendon position
CG
NODE
RP
Tendon position
ez
ey
ey
ez
ez
ey
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Training Prestressing Basic ANALYZER Part 1: AASHTO 4-9
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Note: The reference point has to be created in Modeler (or even in Analyzer) and the Reference-Set has
to be of type Geometry Point or Stress Check Point.
The reference point itself can also vary along the bridge axis. This method can be used to define
the tendon geometry sometimes it is the best approach. The tendon has to be created in the Ana-lyzer, and for the geometry definition the only thing that has to be defined is that the tendon is rel-
ative to the reference point (with or without any eccentricity) in all elements.
By finishing the tendon geometry definition of the master tendon, the geometry of the
slave tendons is also defined the reference to the master tendon was defined and the elements were also assigned already.
To see the all tendons in the general 3D view the project has to be calculated using the
same principle as before (recalculation of the cross-sections and structure check).
4.5 Definition of the Tendon Stressing Schedule
The tendon stressing actions are not defined in the stage directly but instead are defined
separately and are referenced later. The tendon stressing procedure is defined under
Tendon Actions. Select Schedule Stages Tendon Actions to start the stressing definitions.
All the actions that are applied to the tendons are defined in the two tables in this win-
dow. The top table lists all the actions applied to the tendons. The bottom table displays
details of the action for one tendon that is selected in the top table.
In this window all the actions (pre-stressing, wedge slip, relaxation, etc) for certain ten-
don (group) are defined.
The Tendon 101 is stressed in the first construction stage and can be stressed from both
sides. Tendons 102 and 103 are stressed in the subsequent construction stages stage 2 and stage 3. Due to practical capabilities of pre-stressing, these two tendons can be
stressed only from the right side.
Note: The left and right side of the tendon is defined by the tendon orientation x coor-dinates. The left side is there where the tendons starts and the right side is there where
the tendon ends or in another words XL < XR.
The stressing of the tendon can be defined by a force or by a factor, where the factor
refers to the maximum allowable stress in the tendon defined in the assigned material
(PropertiesMaterial).
Each tendon will be 5% overstressed initially, and then a wedge slip of 6 mm happens.
The result is that the stresses in the tendon are under the maximum allowable
stress/force.
Define the tendon stressing actions as is shown in the tables below.
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Input the Tendon
Schedule
SCHEDULE. STRESS/RELAX/WEDGE PREL WEDL PRER WEDR
Type FACT. - FACT. -
STAGES TENDON 101 101 101 101
Factor / Wedge [m] 1.05 0.006 1.05 0.006
TENDON ACT: Stress label STG1 STG 1 STG 1 STG 1
Top table
STRESS/RELAX/WEDGE PRER WEDR PRER WEDR
Type FACT. - FACT. -
TENDON 102 102 103 103
Factor / Wedge [m] 1.05 0.006 1.05 0.006
Stress label STG2 STG2 STG3 STG3
The stress label has to be defined so that the tendon actions can be referenced by the
construction sequence definition.
By clicking the info button the stresses (and forces) in the tendon (selected by the action) up to the selected stressing action are graphically displayed.
Figure 4-5: Diagram of stresses and forces in the tendon after corresponding stressing action.
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5 Lesson 7: Load Management
Load Management (Schedule Load Definition Load Management) is used for automatic summation of permanent loads by grouping certain load cases. For example
the self weight from each construction stage is summed up to one load case (SW-SUM
= SW-STG1 + SW-STG2 + SW-STGn).
The main capability of the load management is:
An individual loading case can be defined so that, after calculation, its results are automatically added to 1, 2 or 3 other load cases.
An individual loading case can be defined so that, after calculation, its results are automatically combined into 1, 2 or 3 envelopes.
Loading cases and envelopes defined in Load Management could be set up (initialized;
created) using the LcInit function. Instead of using the LcInit function an automatic initialization of the Load Management load cases can be done by activating the check
box Init Load Manager in the Recalc pad.
Define the Load Management as it is shown in the table below.
Input for the Load
Manager
Schedule Load Manag. SW SDL PT CS
Load case I SW-SUM SDL-SUM PT-SUM CS-SUM
Load Definition State Total Total Total Total
Load case II STG-SUM STG--SUM STG-SUM STG-SUM
Load Management State Total Total Total Total
Load case III - - - -
Top table State - - - -
Envelope I - - - -
Comb I - - - -
Envelope II - - - -
Comb II - - - -
Envelope III - - - -
Comb III - - - -
The load management can be also created by loading the appropriate load manager tem-
plate from Menu (Extras Loading and Stages Load Management Definitions (English). The Load Manager for traveler load (TR), wet concrete load (WC) incremen-
tal launching method (ILM) and for cable loads (CABLE) can be deleted or ignored.
The final creep loading case is CS-INF and should not be added to the general loading
case as it is necessary to have the final creep and shrinkage effects separate. This way
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Training Prestressing Basic ANALYZER Part 1: AASHTO 5-2
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the structure can be checked after construction (before final creep and shrinkage) with
live loading and other loading combinations and also at the time infinity with live load-
ing and other combination.
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6 Lesson 8: Load Definitions
Loads are defined by Load Cases or by Load Sets ( Schedule Load Definition Load Case Definition or Load Set Definition). Several loads can be combined into one Load Case or also in one Load Set.
Load Sets cannot be calculated directly in the construction stage actions which is why
they have to be assigned to a Load Case. One Load Set can be assigned to different
Load Cases. It is also possible to define a different multiplication factor for the loads
defined in the Load Set.
By creating a load case the defined load is not yet calculated. The load is calculated
with the calc action in the schedule actions.
In this example the loads will be defined only in the load cases.
6.1 Definition of Load Cases for Self Weight
The bridge is built in three construction stages so three separate self weight load cases
have to be created. Each of them has to be calculated in a separate stage.
Change into Schedule Load Definition Load Case Definition Top Table
The window is split into two lists. In the top list the load cases are listed, and in the bot-
tom list the defined loads for the selected load case are listed.
Define the self weight load cases as is shown in the table below.
Definition of Load
Cases
Schedule Name SW-STG1 SW-STG2 SW-STG3
Type Permanent Permanent Permanent
Load
CaseDefinition Load Manag. SW SW SW
Description Self weight 1st
construction
stage
Self weight 2nd construction
stage
Self weight 3rd construction
stage
Top table
The type of the load case (Duration type: Permanent or Non-Permanent) defines if the
load is permanent or not i.e. will it be considered in the calculation of creep and shrinkage effects or not.
The input Load Manag. establishes the connection to the Load Manager. By choos-ing SW here, all the results due to the self weight loads (SW-STG1, SW-STG2 and SW-
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STG3) will be saved/copied (superposed) to two load cases defined in the load manager
SW-SUM and STG-SUM.
The load cases were created and now actual loads have to be defined.
Change into Schedule Load Definition Load Case Definition Bottom Table
The load type to be used in this example is Self weight just as load or Self weight load and mass
Definition of Load Cases
Schedule. Number SW-STG1 SW-STG2 SW-STG3
Loading Uni-
form load
Uni-form load
Uni-form load
Uni-form load
Uni-form load
Load Case Defini-
tion Type
Self weight
Self weight
Self weight
Self weight
Self weight
From 101 1201 114 1301 129
Bottom table To 113 1204 128 1304 135
Step 1 1 1 1 1
Rx 0 0 0 0 0
Ry -1 -1 -1 -1 -1
Rz 0 0 0 0 0
Gam
[kN/m3] 0 0 0 0 0
If gamma is set to 0 then the specific weight used in the calculation of the self weight is
taken from the one assigned to the element via the assigned material (see Structure Elements Material or Properties Material data). If the value is defined (and is not zero) then this values is taken as specific weight and used in the calculations.
In the load cases SW-STG1 and SW-STG2 the self weight of the piers also has to be
defined.
Note: For faster and easier definition of the load cases it would be possible to define first one load case
and the load for it. Afterwards, the subsequent load cases could be created by copying, renaming
and renumbering of the first load case.
Another approach would be: First create one load case (top table) and activate the option Load only elements, activated in current stage and then in the definition of the load (bottom table) de-fine/load all elements (stepwise: 101-135, 1201-1204 and 1301-1304; or at once: 101-1304) with
the same load type. Afterwards that load case has to be copied twice (the total number of the load
cases has to be the same as the number of the construction stages in our case this means three).
For detailed load description use program help (F1) or the Appendix where all load types are
explained.
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6.2 Definition of Load Cases for the Additional Loads
In this example three different superimposed dead loads (left concrete barrier, right con-
crete barrier and road weigh) will be created and calculated. All of them will be defined
in one load case.
These loads also have to be taken into account for the creep and shrinkage calculation
so they are set to permanent.
Insert Load Set
Schedule Name SDL
Type Permanent
Load Case Defini-
tion Load Manag. SDL
Top table
Define Load Sets for the Additional Loads
Schedule Number SDL SDL SDL
Loading Uniform load Uniform load Uniform load
Load Case Defini-
tion Type
Uniform con-
centric element
load
Uniform eccen-tric element load
Uniform eccen-tric element load
From 101 101 101
Bottom table To 135 135 135
Step 1 1 1
Qx [kN/m] 0 0 0
Qy [kN/m] -35 -6.1 -6.1
Qz [kN/m] 0 0 0
Direction Global Global Global
Eccentricity - Local+Z Elem-Ecc
Local+Z Elem-Ecc
Ey [m] - 0 0
Ez [m] - +6.3 -6.3
Load applica-
tion Real length Real length Real length
Definition Load/Unit
length
Load/Unit length
Load/Unit length
During creation of the load cases the link to the load management was defined in the
same way it was for the self weight load cases (except that SDL was chosen).
The Z-Element eccentricity defines the eccentricity length (in the Z-direction - transver-
sal) between the element/cross-section gravity center and the node. This makes it pos-
sible to define the eccentricity relative to the node (same applies for the definition of the
horizontal load). In our case there will be no difference due to the cross-sections sym-
metry.
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Figure 6-1: Local Y-Element eccentricity.
6.3 Definition of Load Cases for the Tendons
For now only the tendon geometry and tendon stressing procedure was defined. To ap-
ply the load on the structure load cases have to be defined. Define the load cases as it is
shown in the table below.
Insert Load Set
Schedule Name PT-STG1 PT-STG2 PT-SRG3
Type Permanent Permanent Permanent
Load Case Defini-
tion Load Manager. PT PT PT
Top table
Define Load Sets for
the Tendons
Schedule Number PT-STG1 PT-STG2 PT-STG3
Loading Stressing Stressing Stressing
Load Case Defini-
tion Type
Tendon stress-ing
Tendon stress-ing
Tendon stress-ing
From 101 102 103
Bottom table To 101 102 103
Step 1 1 1
Type Increment
Force Increment
Force Increment
Force
The selection of the type of stressing (Incremental-Force or Total-Force) has effect only
if multi-stage stressing procedure is defined. It must be defined whether the total stress-
ing force of a stress level has to be applied or only the differential force when compared
to a previously applied stress group (for more information see the RM Analysis user
guide chapter 11.5.3).
Ez
CG
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6.4 Definition of Load Cases for the Creep and Shrinkage Ef-fects
Insert Load Case
Schedule Number CS-STG1 CS-STG2 CS-STG3 CS-INF
Type Permanent Permanent Permanent Permanent
Load Case Defini-
tion Load Info CS CS CS -
Top table
Load cases for calculation of creep and shrinkage effects have to be created, but no load
definition (in the bottom table) has to be defined.
The definition of the load cases is done only for the load management and post-
processing the results of the calculation of the time effects (done by the creep action) are saved to these load cases and accordingly to the load cases defined in load manage-
ment.
The creep and shrinkage load cases are linked to the load management by the same
principle as other load cases definition of the load management label/input (CS). In this way the creep and shrinkage results are saved/copied to the CS-SUM load case and
added to the STG-SUM load case.
The final creep and shrinkage effect (at time infinite CS-INF) are saved only to that load case because there is no load management label defined for this load case. This has
to be done due to the combinations where different factors are used for time effects at
time 0 and time infinite.
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7 Lesson 9: Definition of Construction Stage 1
The required definitions (structure including tendons, load cases and tendon stressing
procedure) for the construction sequence calculation is finished and the definitions for
the construction sequence calculation can now start.
This definition is done under Schedule Stages Activation or Schedule Actions.
In the top table a construction stage is created (and listed) and some basic definitions are
defined. The bottom table changes between the Activations and Schedule Actions.
In the Activation table it is defined which elements are activated in the corresponding
(construction) stage the active elements becomes a part of active structural system and can be loaded and included in the calculation.
In the Schedule Actions table it is defined which actions (static calculations, dynamic
calculations, plot actions, design actions, list actions, etc.) should be performed in the
corresponding (construction) stage.
Construction stages have a start time and duration.
7.1 Creation of construction stages
Change to Schedule Stages Activation Top table
Select the append button to open the input window for the construction stage
definition. Insert the construction stage named STG1 and the description First construction stage here.
Use the same principle to add other stages (as is shown in the table below)
Input Active Elements
to Stage 1
Schedule Name STG1 STG2 STG3 STG-FIN
Description First con-struction
stage
Second construction
stage
Third construction
stage
Final con-struction
stage
Stages
Activation
Bottom table
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7.2 First construction stage
7.2.1 Activation
Change to Schedule Stages Activation Bottom table
Select the append button to open the input window for element activation
Activate the elements as is shown in the table below.
Input Active Elements
for Stage 1
Schedule Activate
Deactivate
Stages From 101 1201 1100 1200
To 113 1204 1102 1200
Activation Step 1 1 1 1
Age 14 42 0 0
Bottom table ts 0 0 0 0
Age defines the age of concrete when it is activated for the first time (becomes a part of the structural system) and will be considered by the calculation of creep and shrink-
age effects. The input ts defines the time (after pouring the concrete) when shrinkage starts.
The spring elements also have to be activated they represent the support conditions.
7.2.2 Schedule actions calculations
Input the Calcu-
lation (Static)
for Stage 1
Schedule Action
Calcu-lation
(Static)
Calcu-lation
(Static)
Calcu-lation
(Static)
Calcu-lation
(Static)
Calcu-lation
(Static)
Load case
action
Type Calc Stress Calc GROUT Creep LcInit
Stages
Inp1 SW-
STG1 - PT-STG1 - 1
STG-
SUM
Inp2 - STG1 - STG1 - -
Inp3 - - - - -
Schedule Actions Out1 - - - - CS-STG1 STG1-
SUM
Out2 * * * - * -
Bottom table Delta-T 0 0 0 0 28 -
Calc is the actions which calculates a normal load case
Stress converts the tendon forces, defined through the definition of the tendon stressing
actions, into loads whereby the corresponding elements are loaded. However, these
loads are not calculated yet they are just converted.
The forces (pre-stressing effects) are calculated (applied on the structure) by the Calc
action which is the subsequent action, whereby a reference to the corresponding pre-
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stressing load case has to be defined Stress Label STG1 and the Load Case PT-STG1 reference the same tendon.
The Grout action simulates grouting of tendon ducts, and with this action the composite
behavior between the concrete elements (cross-section) and tendon is established (strain
in the tendon is equal to the strain of the corresponding elements).
Grouting also changes the cross section properties, which must be taken into account in
the calculation. This is done by the definition of the recalculation options defined in the
recalc pad (- duct areas, + tendon areas, - grouted areas). The new cross-sections values
are used in the global calculation and are also saved to the corresponding list file
(cross.lst).
With the Creep action the time effects are calculated creep and shrinkage of concrete and relaxation of tendons. The corresponding functions for the calculation are prede-
fined (and can be modified) under Properties Variables and are assigned to the ma-terials under Properties Material Data. The time effects can also be graphically dis-played under Results Plot Creep/Shrinkage Curves.
Delta-T defines how long a certain system is exposed to the time effects time to the next structural change or when an additional permanent load is added. The Number of
time steps (Input-1) defines in how many calculation intervals the whole time interval
(Delta-T) is subdivided, and it is possible that the subdivision step is linear or logarith-
mic (Recalculation pad C+S). For smaller time intervals it is recommended to use 1 time step, and for longer time intervals (for time infinite final creep) 3 to 5 (logarithmic) time steps. Each time step is saved to a separate load case and the total
effect is saved to the predefined dummy load case (Output-4).
For the calculation of relaxation (Include Steel relaxation in the recalculation options)
the summation load case has to be defined in the recalculation window (pad). This has
to be done to define which (permanent) loads have to be considered in the calculation.
With the Action LcInit (Load case Initialization) a certain load case can be copied or an
empty load case is created if there is no load case defined in the Input-1 an empty load case is created (initialized).
In this example the summation load case (STG-SUM) is copied to a new one (STG1-
SUM) at the end of the construction stage. At that time in the summation load case all
(calculated) loads from the first construction stage are summarized (SW-STG1+PT-
STG1+CS-STG1) due to the definitions in load management. To see the results of the
loads in the first construction stage only, this has to be done because subsequent stages
will add more loads to the STG-SUM load case.
The results of each calculation action can also be saved to a list file defined in each ac-
tion separately (definition of the Output-2).
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8 Lesson 10: Definition of Construction Stage 2
The second and third stage activations and stage actions are defined similar to the first.
Due to the similarity of the schedule actions the whole construction stage could be cop-
ied and the definition accordingly modified. The activations are not copied and have to
be defined according to the active system in the second construction stage.
Another way to define subsequent construction stages is to define (copy and modify)
them via TCL (here the data is exported, copied, modified and afterwards imported).
8.1 Element Activation
Input Active Elements to Stage 2
Schedule Activate
Deactivate
Stages From 114 1300 1301
To 128 1300 1304
Activation Step 1 1 1
Age 14 0 42
Bottom table ts 0 0 0
8.2 Calculation (Static)
Input the Calculation
(Static) for
Stage 2
Schedule Action Calculation
(Static)
Calculation (Static)
Calculation (Static)
Calculation (Static)
Type Calc Stress Calc GROUT
Stages Inp1 SW-STG2 - PT-STG2 STG2
Inp2 - STG2 - -
Inp3 - - -
Schedule Actions Out1 - - - -
Out2 * * * -
Bottom table Delta-T 0 0 0 0
Action Calculation
(Static)
Load case action
Type Creep LcInit
Inp1 - STG-SUM
Inp2 1 -
Inp3 -
Out1 CS-STG2 STG2-SUM
Out2 - -
Delta-T 28 -
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9 Lesson 11: Definition of Construction Stage 3
9.1 Element Activation
Input Active Elements to Stage 3
Schedule Activate
Deactivate
Stages From 129 1400
To 135 1402
Activation Step 1 1
Age 14 0
Bottom table ts 0 0
9.2 Calculation (Static)
Input the Calculation
(Static) for
Stage 2
Schedule Action Calculation
(Static)
Calculation (Static)
Calculation (Static)
Calculation (Static)
Type Calc Stress Calc GROUT
Stages Inp1 SW-STG3 - PT- STG3 STG3
Inp2 - STG3 - -
Inp3 - - -
Schedule Actions Out1 - - - -
Out2 * * * -
Bottom table Delta-T 0 0 0 0
Action Calculation
(Static)
Load case action
Type Creep LcInit
Inp1 - STG-SUM
Inp2 1 -
Inp3 -
Out1 CS- STG3 STG3-SUM
Out2 - -
Delta-T 21 -
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10 Lesson 12: Definition of Final Stage (Creep)
With the last construction stage the final state of the bridge will be simulated.
For this the super imposed dead loads will be applied on the structure and final time
effects will be calculated t= (Delta-T=10000 days).
No additional element activation is necessary because the entire system is already acti-
vated.
10.1 Calculation (Static)
Input the Calcula-tion (Static) for
the Final Stage
Schedule Action Calculation
(Static)
Load case action
Load case action
Load case action
Type Calc Creep LcInit LcAddLc
Stages Inp1 SDL - STG-SUM CS-INF
Inp2 - 5 - STG-INF-
SUM
Inp3 - - - -
Schedule Actions Out1 - CS-INF STG-INF-
SUM -
Out2 * * - -
Bottom table Delta-T - 10000 - -
In this stage the superimposed dead loads are applied first on the structure, and then the
final time effects are calculated.
In the end two final load cases are needed including all construction effects (loads) with and without final time effects. Two additional actions have to be defined for this.
After the calculation of the SDL loads the summation load case is updated (the SDL
results are added to the STG-SUM load case) due to the definition of the load manage-
ment. After the Creep action the summation load case (STG-SUM) is not updated with
the definition of the CS-INF load case the load case was not linked to load manage-ment. To create a summation load case including the long term creep and shrinkage
effects, the summation load case is copied (LcInit actions) and the final time effects
(CS-INF) are manually added (LcAddLc) to the copied load case (STG-INF-SUM).
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11 The Calculation
The construction stage definition is finished now and the first calculation can be done.
Click on the Recalc button .
Figure 11-1: Recalc pad.
11.1 Calculation options
Cross-section calculation
Cross-sections have to be calculated at least once. Hereby the file cross.lst is automati-
cally created. If the cross-section doesnt change (and was already calculated once) this step can be skipped.
Structure check
This calculation options checks the structure, deactivates all elements, initializes the
result database and creates a number of list files (material.lst, stress.lst, struct.lst and
tendon.lst)
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If the system doesnt change this option can also be, in certain circumstances, skipped in additional calculations (the calculation of the construction stages was done and all
stages are skipped; in this case also the option Init Load Manger has to be turned off).
Note that the envelope files (*.sup) are saved to the main directory (and not the
sub-directory DefaultSchedule) and are not automatically initialized (only by the
SupInit action in the schedule actions). The same follows for the list (*.lst), plot (*.pl
and *.pla) and influence (*infl) files which are created/overwritten by the calculation.
With the action GoDel (Group System commands) it is possible to delete the corre-
sponding files in the main working directory as same as in the sub directory. This is
recommended to do to ensure that no files from previous calculations remain.
Stage Calculation
Activation and calculation of the schedule actions in the constructions stages is done.
Influence-lines calculation
Influence lines have to be calculated at least once to make a live load calculation. If the
influence lines data exists (*.infl) and the structure or lane definition was not changed,
this options can be skipped for additional calculations.
Note: For now this option is not needed but can be activated.
Time Effects (C+S+Rel.)
To calculate the time effects this option has to be activated, even if creep actions in the
schedule actions are defined. This allows making fast calculations, without including
time effects, very easily.
Include Steel Relaxation
The relaxation of pre-stressing steel is also calculated with the calculation of creep and
shrinkage if this option is activated and the summation load case is defined.
Init Load Manager
Before starting with the calculation of the stages all load cases and envelopes defined in
load management are initialized (created).
11.2 Special settings
Cross-section correction
This option activates the calculation of the new cross-section values due to the tendons
in it as it explained in 7.2.2.
SumLC (summation load case)
This defines the summation load case of permanent loads which is used for several cal-
culations (Steel relaxation, camber calculation, etc).
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It is also used as an Initial Strain load case if the input of certain standard dependent
design checks (see Pre-Stressing Training Example Analyzer Part II) references it.
Calculation
By clicking the Recalc button (in the recalc pad) the recalculation of the active schedule
starts. By clicking on the Recalc all button, all schedule variants will be successively
calculated depending on the defined sequence.
Note: Schedule variants can be defined under Schedule Schedule Variants. Here it is possible to define different construction variants (construction schedules) on the same system and in the same
project (folder) where each variant is saved to its own subfolder.
The calculation status can be seen in the lower windows when the calculation is run-
ning. The status shows which stage, which action and which calculation steps are cur-
rently being calculated. If plot actions are also defined in the schedule, then the generat-
ed plots are displayed in the main window (4 at once).
A calculation protocol is created (recalc.log) and saved to the DefaultSchedule (if more
schedules are calculated the protocol is saved to the corresponding folder) as text file. Ii
is possible to open in from there or by clicking the corresponding button in the program
itself.
During the calculation warnings and errors can occur. The warnings are displayed at the
end of the calculation (e.g.: WARNING: System important files(s) cross.lst cannot be deleted!) and should be interpreted as hints which should be checked. On the other hand
the calculation is aborted automatically if the definition is incorrect (the calculation
cant proceed) ERROR (e.g.: in the schedule actions a load case wants to be calculat-ed but wasnt created; or the name of the created and calculated load case isnt the same; in this case the calculation is aborted and an error is displayed; ERROR: Load
case name of the LC does not exist.). The place that the calculation stopped can also be also seen in the schedule actions list those stages (top list) and actions (bottom list) which were calculated have an OK in the status column.
A running calculation can be aborted by hitting the ESC button.
The calculation starts (depending on the calculation options) with the calculation of the
cross-section values and structure control. Then the initialization of the load manger
(load cases) is done. Finally the construction sequence calculation starts, and the stages
are calculated in the order of their input. At the beginning of each stage the elements
are activated first, and then each stage action is calculated.
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12 Result presentation
In RM Bridge it is possible to represent the results in many different ways. Some of
them are explained in detail below.
12.1 Possibilities in presentation of results
One of the possibilities to see the results is via Results Load Cases / Envelopes (Influence lines, etc). Here certain result presentation options have to be defined: Load case / Envelope; Element Group (if created); Result component (Displacements,
Forces, Stresses); etc. Once this is defined it is possible to export the results to a list file (Print) or to make a diagram (Diagram). By clicking on the Diagram button a new
window opens where additional definitions have to done. Once this is finished the dia-
gram is created by clicking the OK button.
Another possibility (with the same approach as above) to create a diagram is by the def-
inition of so called RM-Sets. This approach will be explained in more detail in next
chapter.
The post processing can also be done with Plot Containers which are created under
Results Plot Conatiners and have to be plotted by the DoPlot action in schedule actions. Here not only results can be displayed but also the structure itself. This ap-
proach allows completely free design of the graphical output, but predefined Macros
facilitate rapid generation (for more information see the RM Analysis User Guide chap-
ter 8.4.2).
Many predefined plots (e.g.: tendon scheme, tendon geometry, cross-sections, material
diagrams, creep and shrinkage diagrams, load sets, etc) can be referenced directly in
schedule actions (List/Plot Actions) and plotted by recalculation of the project or only
by this actions (click Run action on the left side between the top and bottom list).
A comprehensive presentation (output) of structural data via cad files (DGN or DWG)
is possible within Draw Manager (Extras RM Draw Manager).
Reports can be created within TDF-Reports (File Reports (TDF) Create/Edit Structure).
An overview of schedule actions defined in each stage can be done by the HTML Stage
Viewer (Extras HTML Stage Viewer).
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12.2 Diagram creation via RM-Sets
Go to Properties RM-Sets Top table(list)
Click on the insert after button and define the name of an RM-Set. It is possible
to define the description also which will be seen in the created diagram. The
type of RM-Set is Result representation (RESULT).
Figure 12-1: New RM-Set.
After confirming the input by clicking on the OK button the window for the def-
inition of the diagram is opened by clicking on the i button.
Here you will see several tabs for the definition of the diagram. There are two tabs for
the general definitions (scale, paper size, paper orientation, etc) and three others for dif-
ferent result presentations:
Load Case results
Envelope results
Reinforcement
Normally the correct definition of a diagram (RM-Sets) has to include the definition of
the elements for which the results should be represented and what results should be rep-
resented. This includes:
definition of the load case / envelope / reinforcement
definition of the result component (bending moment, normal force, shear force, etc.) / leading superposition value (MinMz, MaxMz, MinQy,
MaxQ, MinNx, MaxNx, etc) and a result component / attribute set
If different result components are defined in one RM-Set the program will automatically
create more diagrams. The same follows also for the different types of reinforcement
(Attribute Sets)
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Change to the tab Elements.
Define the elements for which the results should be displayed as is shown in the
pictures below.
Figure 12-2: Definition of elements for which the diagram should be shown.
The approach shown above uses the predefined element groups which were created al-
ready in modeler (they could be also created/modified in Analyzer). The same could be
achieved in a different way as is shown in the picture below here the elements are selected by the definition of an element series.
1. Type of referencing to elements
2. Definition of elements
3. Confirming the input
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Figure 12-3: Definition of elements for which the diagram should be shown.
Change to the tab Load Cases.
Define the Load case for which the results should be displayed as is shown in
the picture below. This is similar to the way elements were chosen.
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It would be possible to add (Insert after) for the same result component different load
cases or for the same load case different result components. Of course, a mixture of both
is also possible. In this case more diagrams would be created.
If the stresses should be displayed, it has to be defined where in the cross-section the
stresses should be represented/calculated. This is done by the definition of additional
results parameters (dashed square) for stresses the stress point has to be chosen addi-tionally.
The diagram can be displayed by clicking on the Plot to file button. The same data can be exported also to list file (Report file) or to MS Excel (Write to XLS).
The definition of the RM-Set is confirmed by clicking on Save.
The created RM-Set/Diagram can also be seen under Results Plot RM-Sets.
1. Choosing of an Load Case
2. Definition of a result component
3. Confirming the input
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The diagram can be plotted in the schedule actions. This is done via the DgmSet action.
Using this action it is possible to plot many diagrams with one RM-Set. As it was al-
ready explained, the summation load case is updated after each calculation. Referring to
it within an RM-Set and plotting the RM-Set using the DgmSet action at different times
will produce different diagrams. But the name of the output file (plot file), defined in
the DgmSet action, has to be different (if not the diagrams are overwritten).
The plot files created using DgmSet are saved to the (DefaultSchedule). A fast access to
this directory is also possible under Results Plot Directory (DefaultSchedule).
1 General1.1 Starting the Program1.2 Subjects Covered in this Training
2 General Example Data2.1 Structural Model2.2 Cross-Section2.3 Substructure2.4 Pre-Stressed Tendon Layout for Internal Tendons
3 Lesson 6: Analyzer4 Lesson 6: Tendon Definitions4.1 Tendon Material Import4.2 Definition of Tendon Groups4.3 Assign the Tendon Group to the Elements4.4 Definition of the Cable Geometry4.5 Definition of the Tendon Stressing Schedule
5 Lesson 7: Load Management6 Lesson 8: Load Definitions6.1 Definition of Load Cases for Self Weight6.2 Definition of Load Cases for the Additional Loads6.3 Definition of Load Cases for the Tendons6.4 Definition of Load Cases for the Creep and Shrinkage Effects
7 Lesson 9: Definition of Construction Stage 17.1 Creation of construction stages7.2 First construction stage7.2.1 Activation7.2.2 Schedule actions calculations
8 Lesson 10: Definition of Construction Stage 28.1 Element Activation8.2 Calculation (Static)
9 Lesson 11: Definition of Construction Stage 39.1 Element Activation9.2 Calculation (Static)
10 Lesson 12: Definition of Final Stage (Creep)10.1 Calculation (Static)
11 The Calculation11.1 Calculation options11.2 Special settings
12 Result presentation12.1 Possibilities in presentation of results12.2 Diagram creation via RM-Sets